Thank you all for the input. Based on these answers I'm gonna run both cases and see what kind of results I get and then use some engineering judgement. For sure I will not use the large conservative loading on a joist thats tributary area carries no snow (@ the kicker void). Other than that...
Just thoguht I'd see what people have to say about this subject. I have a storefront with a facade constructed out of light gage framing. The light gage framing forms the parapet and due to the height of the parapet is braced back to the roof structure (near the mid-pt) with a lt gage kicker...
I've searched everywhere in our office for joist data on these specific sizes and it looks like we need to order the 75 year manual from the SJI. Right now we only have the 5o year manual which only has joists in the H series going up to 24H8. Anyway i was wondering if anyone would be able to...
Thank you all for your help. Looks like I will be obtaining some text on how to deal with the situation.
Dave - Yes I'm very aware that i do not have a combined footing, but thanks for the clarification. The point i was trying to get across is that the nearest second column that could be used...
Thank you csd,slideruleera and ucfse. You have helped me clarify some of my thoughts on this situation.
CSD- Your points are well taken, however, i do not want to put restraints on the order of construction...Therefore I dont want to count on the interior slab to "bring the eccentricity back...
Thank you for your help so far.
I guess what i really have is a combined footing anyway because the continuous (zero clearance) footing for the walls of the building tie into the zero-clearance footing at the column. Similar footings on previous jobs have shown an approx 2' wide continuous...
I'm pretty well versed on the design of a spread footing when loading by a column is concentric, however, I'm a little confused on a method to handle eccentricities in the loading.
Specifically I'm looking for a quick design method to handle a footings supporting a columns along the edge of a...
I've been working on a big-box retail store with 3-sides CMU walls and a front wall that is conctructed of light gauge materials with a variety fo eifs covers/etc. The roof of the building consists of bar joists/joist girders. Their are two lines of joist girders. One line is supported by...
Thanks civil person, never knew that, but it makes sense since the reiforcing is deformed and not smooth. Besides that my previous post had an error becuase the actual measurements were off because i neglected to include the temperature steel in my calc. So lets say #4 temperature steel...
I understand where u are coming from on this one, I've recently changed jobs and am still trying to feel out out the ACAD techs ability in my department. I guess part of the problem for me is that I've been producing my own drawings in Autocad for years and I'm just a bit lazy on my markups...
Erik.. Thank you for your reply. The more i think about the issue I can see everyones point. Just its one of those things i never contemplated before.
On a side note though our general notes say to provide a 2" clear for bottom reinforcing in a structural slab (1 1/2" for top). So i guess...
I've run across a few people at my company who will use a minimum of a 7" thick slab for structural slabs requiring T&B steel. Its not so much a design issue as it is a constructability.. that is i have been told increasing a structual slab from 6 to 7 inches helps with the placement of T&B...
Thank you for your help. PRS i tried your online spread sheet and the spreadsheet I created comes up with the same answers.
Graphically it makes sence to me, as for the comment about ASCE 7-05, I do not have the newer code (I only have ASCE7-02). So CSD72 are you saying that the drift length...
